* Members of ACI 350 Tightness Testing Subcommittee who prepared the report. † Past chairmen of ACI 350 who served during a portion of the time required to create this document. ‡ Past secretary of ACI 350 who served during a portion of the time required to create this document. Charles S. Hanskat Chairman Roger H. Wood * Subcommittee Chairman Lawrence M. Tabat Secretary James P. Archibald *‡ A. Ray Frankson Dov Kaminetzky Andrew R. M. Philip Jon B. Ardahl *† Anand B. Gogate M. Reza Kianoush David M. Rogowsky Walter N. Bennett William J. Hendrickson David G. Kittridge * Satish K. Sachdev Steven R. Close Jerry A. Holland Nicholas A. Legatos William C. Schnobrich Ashok K. Dhingra * William Irwin Larry G. Mrazek Sudhaker P. Verma Anthony L. Felder Jerry Parnes Voting Subcommittee Members Osama Abdel-Aai Clifford T. Early Jack Moll John F. Seidensticker John Baker Clifford Gordon Carl H. Moon William C. Sherman Patrick J. Creegan Paul Hedli Javeed A. Munshi Lauren A. Sustic * David A. Crocker Keith W. Jacobson Terry Patzias Lawrence J. Valentine Ernst T. Cvikl Dennis C. Kohl Narayan M. Prachand Miroslav Vejvoda Robert E. Doyle Bryant Mather Paul Zoltanetzky Tightness Testing of Environmental Engineering Concrete Structures (ACI 350.1-01) and Commentary (350.1R-01) REPORTED BY ACI COMMITTEE 350 ACI Committee 350 Environmental Engineering Concrete Structures This standard gives methods and criteria for tightness testing of environmental engineering concrete structures. It is applicable to liquid and gas containment structures constructed with concrete or a combination of concrete and other materials. It includes hydrostatic, surcharged hydrostatic, and pneumatic tests. The standard is written in explicit, mandatory language, and as such, is intended for reference in project specifications. The values stated in inch-pounds are to be regarded as the standard. The values given in parentheses are for information only. The text of this standard is accompanied by a commentary which provides explanatory material. The commentary shall not be considered as requirements of the standard. This standard may involve hazardous materials, operations, and equipment. This standard does not purport to address all of the safety problems associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. Keywords: hydrostatic; leakage; pneumatic; reservoirs; tanks (containers); tests; tightness; tightness criteria. ACI Committee Reports, Guides, Standard Practices, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction. This Commentary is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and rec- ommendations and who will accept responsibility for the application of the material it contains. The American Concrete Institute disclaims any and all re- sponsibility for the stated principles. The Institute shall not be liable for any loss or damage arising therefrom. Reference to this commentary shall not be made in contract documents. If items found in this Commentary are desired by the Architect/Engineer to be a part of the contract documents, they shall be restated in mandatory language for incorporation by the Architect/Engineer. ACI 350.1-01/350.1R-01 became effective on December 11, 2001. Copyright  2001, American Concrete Institute. All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies by any photo process, or by any electronic or mechanical device, printed or written or oral, or recording for sound or visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors. 350.1/350.1R-2 ACI STANDARD/COMMENTARY CONTENTS CHAPTER 1—TIGHTNESS TESTING OF TANKS 350.1/350.1R-3 1.0—Notations 1.1—Scope 1.2—General CHAPTER 2—HYDROSTATIC TEST, HST, FOR OPEN OR COVERED TANKS 350.1/350.1R-7 2.1—Standard test 2.2—Tank inspection and HST-VIO, part 1 2.3—Tank preparation and HST-VIO, part 2 2.4—Test Measurements 2.5—Quantitative criteria CHAPTER 3—SURCHARGED HYDROSTATIC TEST, SHT, FOR CLOSED TANKS 350.1/350.1R-11 3.1—Standard test 3.2—Tank inspection 3.3—Test preparation and SHT-VIO 3.4—Test measurements 3.5—Quantitative criteria CHAPTER 4—PNEUMATIC TEST, PNT, FOR CLOSED TANKS 350.1/350.1R-15 4.1—Standard test 4.2—Tank inspection 4.3—Test preparation 4.4—Test measurements 4.5—Quantitative criteria CHAPTER 5—COMBINATION HYDROSTATIC-PNEUMATIC TEST, CPT, FOR CLOSED TANKS 350.1/350.1R-19 5.1—Standard test 5.2—Tank Inspection 5.3—Test Preparation 5.4—Test measurements 5.5—Quantitative criteria CHAPTER 6—REFERENCES 350.1/350.1R-23 TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-3 STANDARD COMMENTARY 1.0—Notations F = Fahrenheit Temperature (C= Centigrade Temperature) P G = Design gas pressure, psig (kPa gage) P V = Vacuum pressure for which the tank has been designed, psig (kPa gage) R1.1—Scope The American Concrete Institute Committee 350, Envi- ronmental Engineering Concrete Structures, recognized the need for standardized procedures of testing of reinforced concrete structures for water tightness. A joint committee of ACI 350 and American Water Works Association Commit- tee 400, Waterproofing, prepared the ACI 350.1R/AWWA 400 Report 1 on recommendations for water tightness of reinforced concrete containment structures. This Standard is an evolution of that report. The pneumatic tests in this Standard are based on the Amer- ican Petroleum Institute’s publication API 620 for Large, Welded, Low-Pressure Storage Tanks. 2 Under most circumstances, only one type of test would be used for a tank. The type of test selected should best repre- sent the design loading condition of the tank. If the tank is designed for several different types of loading conditions, tests should be selected to represent each of the types. The tank should have the maximum amount of the exterior surface visible during the test. New partially buried or bur- ied tanks should not have the backfill placed against the walls and roof prior to testing. If the structure is not designed to be test loaded prior to backfill placement, the test should only be performed with the backfill in place. CHAPTER 1 — TIGHTNESS TESTING OF TANKS 1.1—Scope 1.1.1—This Standard is for the tightness testing of concrete environmental engineering liquid and gas- eous containment tanks. The included tests are: (a) Hydrostatic Test for Open or Covered Tanks, HST. See Chapter 2; (b) Surcharged Hydrostatic Test for Closed Tanks, SHT. See Chapter 3; (c) Pneumatic Test for Closed Tanks, PNT. See Chapter 4; and (d) Combination Hydrostatic-Pneumatic Test for Closed Tanks, CPT. See Chapter 5. 1.1.2—The tightness testing procedures and requirements contained herein are applicable to reser- voirs, basins, and tanks constructed of concrete or a combination of concrete and other materials. The owner shall be permitted to waive certain preparatory items but the waiver of such items shall not change the test criteria. R1.1.2—Tightness testing of concrete tanks for the con- tainment of liquids and low-pressure gases may be neces- sary to verify that the structure can fulfill its intended purpose. Tanks for environmental facilities often include structures designed with a combination of concrete and other materials. These include concrete digesters with float- ing steel covers; tanks with aluminum dome roofs; basins with metal, wood or plastic covers; process basins with steel walls and concrete floors; and similar structures. The com- bination of materials in the tank construction should not preclude performing the tightness testing of the tank nor the tightness testing of the joint between the different materials. 350.1/350.1R-4 ACI STANDARD/COMMENTARY STANDARD COMMENTARY R1.1.3—Multi-cell tanks for water and wastewater facili- ties are not always designed for water tightness between adjacent cells. During maintenance, it is considered accept- able for these tanks to have some seepage into an empty cell from an adjacent full cell. It is not practical to establish a water loss criterion for testing cells where seepage is accept- able. Therefore, these multi-cell tanks should be tested as a unit. The design of multi-cell tanks should be reviewed to determine that they are multi-cell tanks rather than a single tank with non-structural baffle walls. 1.1.3—Each cell of multi-cell tanks shall be consid- ered a single tank and tested individually unless other- wise directed by the engineer. 1.1.4—The HST procedures and requirements herein are also applicable for tightness testing of open concrete liquid transmission structures such as cast- in-place concrete channels and conduits. 1.1.6—These provisions are not intended for pre- cast concrete structures such as culverts and pipes, for hazardous material primary containment struc- tures, for cryogenic storage structures, or for high- pressure gas tanks. 1.2—General 1.2.1—Definitions. The following definitions shall apply to words and phrases used in this Standard. 1.2.1.1—Tank—A concrete basin, reservoir, chan- nel, or conduit to be tested regardless of whether it has a closed or open top or is constructed partially or entirely of concrete. 1.2.1.2—Open tank —A tank where the top sur- face of the tank’s contents is exposed to the atmo- sphere. 1.2.1.3—Covered tank—A tank where the con- tents are protected from exterior contamination by the presence of a cover or roof over the top of the tank. 1.2.1.4—Closed tank—A tank where the roof or cover is used to prevent the escape of the contents, including gases emanating from the contents, to the outside atmosphere. 1.2.1.5—Soap suds—Water impregnated with soap or synthetic detergent used to indicate air pas- sage through joints or defects by the formation of soap bubbles. R1.2—General 1.1.5—The HST procedures and requirements, where applicable, can be used for tightness testing of concrete paved structures, such as channels and impoundments. R1.1.4—Tightness testing of liquid transmission struc- tures will require the use of major, very tight, temporary bulkheads—a feature usually not defined in the structure design. R1.1.5—Concrete paving is placed, finished, and jointed in a different manner than are cast-in-place concrete tanks. The differences in design, details, and construction will affect the tightness of the structure and some test procedures may not be applicable. R1.1.6—Precast concrete structures and structures for the primary containment of hazardous materials, cryogenic fluids, or high-pressure gases require specialized testing methods, procedures, and criteria. TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-5 STANDARD COMMENTARY 1.2.1.6—Fittings—A material or product, other than concrete, embedded in the concrete or passing through the concrete. 1.2.1.7—Low-pressure—A pressure less than 2.5 psig (17 kPa gage). 1.2.1.8—Vacuum box—A box with a transparent top, open bottom, and air sealing bottom edges used in conjunction with an air pump capable of creating at least a 3 psi (20 kPa) vacuum within the box. 1.2.2—The structural adequacy of the tank shall be verified for the test pressure or pressures to be applied. One type of test shall not be substituted for another type of test without approval of the engineer. 1.2.3—Unless specifically allowed by the engi- neer, the tank shall not be tested before all of the structure is complete and the tank’s concrete has attained its specified compressive strength. R1.2.2—When using the stated procedures and criteria for an existing tank, it should not be assumed that the tank has been designed for the test pressure or for the specific type of test. A tank designed for a triangular hydrostatic pressure may not be able to withstand a uniform pneumatic pressure with the same maximum intensity. R1.2.3—Pressure testing of a partially completed tank may not be a true test of tightness of the tank. Shrinkage cracks may continue to propagate during the construction period after the test. The fastening of walkways, exterior stairways, roof beams, or other structural elements above or outside of the tank’s liquid containment shell, after the tight- ness test, may provide additional shell restraint and result in the formation of concrete cracks. 350.1-350.1R-6 ACI STANDARD/COMMENTARY Notes TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-7 STANDARD COMMENTARY 2.1—Standard Test 2.1.1—The standard hydrostatic test shall have the prefix HST followed by the test criterion expressed as the maximum allowable percent loss per day of the test water volume. Standard criteria for the HST test are: R2.1—Standard Test R2.1.1—The test designation system adopted allows for future revision, if necessary, to the tightness criteria. The sys- tem makes the tightness criterion used for the test self-evident. Different materials, methods of construction, and design philosophy may result in different tank tightness. A pre- stressed concrete tank with the concrete always in compres- sion may have a different tightness than a reinforced concrete tank with the concrete partially in tension. A lined tank will have a different tightness than an unlined tank. Based on reasonable tightness of different types of tank con- struction, six standard criteria have been established. The selected criterion should consider the tank design, tank con- struction, and the tightness necessary for the stored contents. R2.1.2—The visual test, as a preliminary procedure for all tests in this Standard, should minimize the number of tank retests. R2.1.3—Liners should be considered when HST-NML tightness criterion is required. The tightness criterion should consider that tanks without expansion joints normally have a smaller floor area than tanks with expansion joints. Liquid loss through floor imperfections will be at a higher rate than through wall imperfections due to the higher hydrostatic pressure at the floor level. Expansion joints also can leak due to the detail work required in constructing the joint. Movement at expansion joints during the life of the struc- ture may result in future leakage. R2.2—Tank inspection and HST-VIO, Part 1 R2.2.1—The requirement to clean the tank surfaces is to allow cracks and defects to be observed and not obscured by mud, material spills, or stains. Sprayed water may be necessary to wash foreign material from the concrete surfaces. Mud, soil, or other foreign material on the tank floor may not only obscure the floor condition but may temporarily fill defects, voids, or cracks, thus giving test results that may not reflect the true condition of the tank. The same inspection procedure is required for the concrete that is to be covered by a liner as for concrete that will be exposed. Liners are generally used to obtain a very tight structure. Therefore, the basic structure should also be reasonably tight to serve as a barrier to the stored material if pinholes occur in the liner. Concrete surfaces to which liners are mechanically locked during the placement of concrete, cannot be visually inspected. Coatings, such as paint, should not be applied until after testing is complete. CHAPTER 2—HYDROSTATIC TEST, HST, FOR OPEN OR COVERED TANKS 2.1.2—Standard test HST-VIO shall be the prelimi- nary test for all other HST tests as well as an individual standard test. 2.1.3—Tanks shall be tested for tightness when required by contract documents, applicable code, reg- ulation, statute, or governing authority. When a hydro- static tightness test is required and a specific criterion is not stated, the test shall be HST-NML for fully lined tanks or tanks required to have secondary contain- ment, HST-050 for other types of tanks, and HST-100 for concrete paved reservoirs and channels. Designation Tightness Criterion HST-NML No measurable loss HST-025 0.025% per day HST-050 0.050% per day HST-075 0.075% per day HST-100 0.100% per day HST-VIO Visual inspection only 2.2—Tank inspection and HST-VIO, Part 1 2.2.1—Clean the exposed concrete surfaces of the tank, including the floor, of all foreign material and debris. Standing water in or outside of the tank that would interfere with the observation of the exposed concrete surfaces of the tank shall be removed. The concrete surfaces and concrete joints shall be thoroughly inspected for potential leakage points. Areas of potential leakage shall be repaired prior to filling the tank with water. Liners, that are mechanically locked to the surface during the place- ment of the concrete, shall be installed prior to the tank inspection. The inspection and corrective action shall also be performed on in-place interior liners. 350.1/350.1R-8 ACI STANDARD/COMMENTARY STANDARD COMMENTARY R2.2.2—Fittings and pipe penetrations have the potential for allowing water to flow along the contact surface between the fitting or pipe and the concrete. Metal fittings and pipe, unlike concrete, do not change in volume during wetting or drying. Metal pipes and fittings may resist the volume change of the concrete and result in the formation of con- crete cracks. It is usually impractical to inspect the bottom of pipe penetrations passing through the base slab. R2.2.3—Different liner materials require different liner tests and different methods of repair. It is beyond the scope of this Standard to go into the details of testing liner mate- rial and therefore the user is advised to contact the liner manufacturer for recommended repair procedures. R2.3—Test preparation and HST-VIO, Part 2 R2.3.1—Leaking or partially seated valves and gates are a source of water loss from tanks. A tank inlet pipe, if con- nected to a water source, may be difficult to check for leak- age. One possible method of checking for leakage is to install a sampling cock in the pipe invert between two valves in series. 2.2.2—All openings, fittings, and pipe penetrations in the tank shell shall be inspected at both faces of the concrete, if practical. Defective or cracked concrete shall be repaired. 2.2.3—Interior liners shall be inspected for pin- holes, tears and partially fused splices. Deficiencies shall be repaired. 2.3—Test preparation and HST-VIO, Part 2 2.3.1—All tank penetrations and outlets shall be securely sealed to prevent the loss of water from the tank during the test. If the tank is to be filled using the tank inlet pipe, positive means shall be provided to check that water is not entering or leaving the tank through this pipe once the tank is filled to test level. 2.3.2—Tank penetrations and pipe, channel, and conduit outlets shall be monitored before and during the test to determine the watertightness of these appurtenances. Leakage at these outlets shall be repaired prior to test measurements. No allowance shall be made in test measurements for uncorrected known points of leakage. The flow from the under- drain system shall be monitored during this same period and any increase in flow shall be recorded. 2.3.3—The ground water level shall be brought to a level below the top of the base slab and kept at that elevation or at a lower elevation during the test. R2.3.2—An increase in flow from the underdrain system may indicate leakage through the tank floor. However, it may also be due to rain or some other external source of water. The conditions at each event should be evaluated to estimate the most probable cause of the increased flow. R2.3.3—The ground water can cause a back pressure on the walls and floor of tanks and reduce the outflow of the test water through tank defects. The presence of ground water may indicate a greater watertightness of the tank than is actu- ally present. R2.3.4—The water should be far enough below the over- flow level to prevent the overflow from skimming off water from wind generated waves, or from slight differential settle- ment, or both. 2.3.4—The initial filling of a new tank should not exceed a rate of 4 ft/h (1.2 m/h). Filling shall be con- tinued until the water surface is at the design maxi- mum liquid level or 4 in. (100 mm) below any fixed overflow level, whichever is lower. 2.3.5—The water shall be kept at the test level of unlined concrete tanks for at least three days prior to the actual test. R2.3.5—The three-day waiting period for the usual tight- ness tests is considered sufficient allowance for moisture absorption by the concrete and temperature stabilization of the test water. A longer waiting period may be desired for the more stringent test criteria. A waiting period is not required for lined tanks as the liner should prevent water from reaching the concrete. TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-9 STANDARD COMMENTARY R2.3.6—Observed leakage should be repaired prior to the start of the actual test. The quantified maximum water loss included in this Standard is for unexplained losses; it is not a criterion for acceptance of leaking tanks. 2.3.6—The exterior surfaces of the tank shall be inspected during the period of filling the tank. If any flow of water is observed from the tank exterior sur- faces, including joints or cracks, the defect causing the leakage shall be repaired. 2.4—Test measurements 2.4.1—The test measurements shall not be sched- uled for a period when the forecast is for a substantial change in the weather pattern. The test shall also not be scheduled when the weather forecast indicates the water surface would be frozen before the test is completed. R2.4—Test measurements R2.4.1—A substantial change in the weather pattern would be when there would be more than 35 F (20 C) differ- ence between in the temperature readings at the initial mea- surement and final measurement of the water surface. It is preferable to minimize temperature change of the water dur- ing the test. This would minimize computed temperature corrections of measurements. Temperature stratifications can occur in the contained water and affect the test results. R2.4.2—Measurements taken at two locations, 180 degrees apart, will usually minimize effect of differential settlement on the computed values for small and medium size tanks. Measurements at four points, 90 degrees apart, will give more accurate results. Measurements taken at the same time of day will reduce the probability of temperature difference. 2.4.2—The vertical distance to the water surface shall be measured from a fixed point on the tank above the water surface. Measurements shall be recorded at 24 h intervals. R2.4.4—If the specified tightness criterion for the tank is very stringent, the water temperature should be recorded at 5 ft (1.5 m) intervals of depth. R2.4.5—A floating, restrained, partially filled, cali- brated, open container for evaporation and precipitation measurement should be positioned in open tanks and the water level in the container recorded. Determination of evaporation by a shallow pan type measuring devices is dis- couraged. The heating of the bottom of a shallow pan can cause accelerated evaporation of water as compared to that taking place from a deep tank. R2.4.6—Observed flow or seepage of water from the exterior surface, including that from cracks and joints, should be considered as a failed test. Flows can be tempo- rarily plugged by dirt or debris being drawn into the defects. Such plugging does not constitute permanent repairs and therefore is not a true measurement of the tank’s tightness. The limits of flowing water or damp spots, observed during daily inspections, should be marked for later repair. R2.4.7—Measurements taken at the same location will reduce the probability of measurement differences. 2.4.5—In uncovered tanks, evaporation and precipi- tation shall be measured. Evaporation shall also be measured in well-ventilated covered tanks. 2.4.6—The tank shall be inspected daily for damp spots, seepage, and leakage. 2.4.7—At the end of the test period, the water sur- face shall be recorded at the location of the original measurements. The water temperature and the evapo- ration and precipitation measurements shall be recorded. 2.4.3—The test period shall be at least the theoretical time required to lower the water surface 3/8 in. (10 mm) assuming a loss of water at the maximum allowable rate. The test period need not be longer than five days. 2.4.4—The water temperature shall be recorded at a depth of 18 in. (450 mm) below the water surface. 350.1/350.1R-10 ACI STANDARD/COMMENTARY STANDARD COMMENTARY R2.4.8—Temperature corrections to the water volume should be based on the change in water density but may also include the effect of the thermal change to the structure dimensions. Structure dimension changes may be appropri- ate for circular tanks that have a sliding joint at the base of the perimeter wall. 2.5—Quantitative criteria 2.5.1—There shall be no measurable loss of water for tanks subjected to the HST-NML tightness test. No measurable loss of water means the drop in the water surface shall not exceed 1/8 in. (3 mm) in three days. R2.5—Quantitative criteria When numerical limits are given for the allowable loss of water during the tightness test, they are for the undetected loss of water from the tank. Therefore, test values should be corrected for temperature change, evaporation, and precipi- tation, if present. R2.5.2—The tests should be of sufficient duration to be certain of the results. An example of the method of calculat- ing the duration of a tightness test is as follows. A flat bot- tom concrete tank, required to pass the HST-050 tightness test, has a 20 ft (6 m) water depth. The acceptance criterion is a maximum of 0.05% loss of water volume in 24 hours. The required duration of test would be Measurements are taken at 24 hour intervals; therefore, the test duration should be at least four days. R2.5.4—Unusual precipitation would be when the amount of precipitation would exceed the capacity of the precipitation gage, or would plug the precipitation gage with snow, or would cause water to spill over the tank overflow. R2.5.5—The immediate retest is allowed for confirma- tion of the first test results. This should minimize the cost of inspections and wasted water due to measurement errors, slower than normal water absorption by the concrete, or slow deflection of structural elements. Vacuum boxes can be used to locate leaking joints, cracks, and porous spots. Soap suds are applied to the suspect area and the area covered with a vacuum box. A vacuum of at least 3 psig (20 kPa gage) is created within the box. Air leakage through or at the suspect area will result in the for- mation of soap bubbles. All soap solutions should be thor- oughly flushed and rinsed from the concrete and metal surfaces after use. 0.375 in 0.0005 in./in./day20 ft12 in./ft ×× 3.13 days= 10 mm 0.0005 mm/mm/day 6000 mm × 3.33 days=   2.5.2—The allowable loss of water for HST-025, HST-050, HST-075, and HST-100 tightness tests shall not exceed 0.025%, 0.050%, 0.075%, and 0.100%, respectively, of the test water volume in 24 hours. The test shall be continued for a duration sufficient to cause a 3/8 in. (10 mm) drop in the water surface assuming the loss of water is at the maximum rate. 2.5.3—There is no numerical value for the allowable loss of water during the HST-VIO tightness test. How- ever, no flow or seepage of water from the tank shall be present on the exterior surfaces for 24 hours after the tank is filled to test level. 2.5.4—A restart of the test shall be required when test measurements become unreliable due to unusual precipitation or other external factors. 2.5.5—The tank builder shall be permitted to imme- diately retest a tank failing the test when no visible leakage is exhibited. If the tank fails the second test or if the builder does not exercise the option of immedi- ately retesting after the first test failure, the interior of the tank shall be inspected by a diver or by other means to determine probable areas of leakage. The tank shall only be retested after the most probable areas of leakage are repaired. 2.5.6—Tanks shall be retested until they meet the required criterion. Repairs shall be made to the proba- ble leakage areas before each retest. 2.4.8—The change in water volume in the tank shall be calculated and corrected, if necessary, for evapora- tion, precipitation, and temperature. If the loss exceeds the required criterion, the tank shall be con- sidered to have failed the test. The tank shall also be considered to have failed the test if water is observed flowing or seeping from the tank or if moisture can be transferred from the exterior surface to a dry hand. Dampness or wetness on top of a footing, in the absence of flowing water, shall not be considered as a failure to meet the acceptance criterion. [...]... or slow deflection of structural elements 350.1-350.1R-22 ACI STANDARD/COMMENTARY Notes TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-23 CHAPTER 6—REFERENCES 1 ACI Committee 350, Testing Reinforced Concrete Structures for Watertightness (ACI 350.1R-93/AWWA 400-93),” American Concrete Institute, Farmington Hills, Mich., 1993, 5 pp 2 “Design and Construction of Large, Welded, Low-Pressure... injecting air into the top of the tank until the pressure in the vapor R5.4.1—It is recognized that the criterion is very stringent and therefore the two-hour time period should be sufficient to determine the tightness of the tank The operability of the relief valves is checked to see that the tank will be protected when placed in operation TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-21... be applied The test should only be performed on tanks with the intended use of storing water or other fluids under low pressure Composite tanks of concrete and steel should be periodically tested as the loss of corrosion allowance metal may reduce the strength and tightness of the tank Concrete tanks, particularly concrete roofs, have a limit on the maximum pressure for which they can be economically... damage occurred to the tank from the test loading TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-17 STANDARD COMMENTARY 4.5—Quantitative criteria R4.5—Quantitative criteria 4.5.1—There shall be no measurable loss of test air volume for tanks subjected to the PNT-NML tightness test No measurable loss shall mean less than 1.0% loss of test air volume after correction for the change... 3.5.4—A restart of the test shall be required when test measurements become unreliable due to a sudden change in temperature or other external factors 3.5.5—Retests of tanks are addressed in Section 3.4 3.5.6—Tanks shall be retested until they meet the required criterion Repairs shall be made to the probable leakage areas before each retest COMMENTARY TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES. .. if necessary, to the tightness criteria The system makes the tightness criterion used for the test self-evident Designation Tightness Criterion SHT-NML No measurable loss SHT-050 0.050% per day SHT-VIO Visual inspection only Different materials, methods of construction, and design philosophy may result in different tank tightness Based on reasonable tightness of different types of tank construction,... deflection of structural elements TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES 350.1/350.1R-19 CHAPTER 5—COMBINATION HYDROSTATIC-PNEUMATIC TEST, CPT, FOR CLOSED TANKS STANDARD COMMENTARY 5.1—Standard Test R5.1—Standard Test 5.1.1—The standard combination hydrostatic-pneumatic test shall have the prefix CPT followed by the test criterion expressed as the maximum allowable percent loss per day of. .. future revision, if necessary, to the tightness criteria The system makes the tightness criterion used for the test selfevident Designation Tightness Criterion CPT-NML No measurable loss CPT-2000 2.000% per day CPT-VIO Different materials, methods of construction, and design philosophy may result in different tank tightness Based on reasonable tightness of different types of tank construction, three standard... duration of the test shall be 1 hour The water temperature 18 in below the water surface shall be taken at the start and end of each test R3.4.1—It is not expected that there will be a change in water temperature during the 1 hour test period The temperature readings are taken primarily to verify that the temperature has not affected the test results TIGHTNESS TESTING OF ENVIRONMENTAL CONCRETE STRUCTURES. .. standpipe to fall below the underside of the top of the roof within the 1 h test period or to a level indicating a loss of tank water volume of more than 0.05% in 24 hours, whichever is the smaller loss 350.1/350.1R-14 ACI STANDARD/COMMENTARY STANDARD 3.5.3—There is no numerical value for the allowable loss of water during the SHT-VIO tightness test However, no flow or seepage of water from the tank shall . Zoltanetzky Tightness Testing of Environmental Engineering Concrete Structures (ACI 350.1-01) and Commentary (350.1R-01) REPORTED BY ACI COMMITTEE 350 ACI Committee 350 Environmental Engineering Concrete. American Concrete Institute Committee 350, Envi- ronmental Engineering Concrete Structures, recognized the need for standardized procedures of testing of reinforced concrete structures for water tightness. . Engineering Concrete Structures This standard gives methods and criteria for tightness testing of environmental engineering concrete structures. It is applicable to liquid and gas containment structures